HomeMy WebLinkAboutCT 74-08; MCCOY; REPORT OF SOILS INVESTIGATION; 1974-11-05/ ."-
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DUCO Engineering, Inc-. FOUNDATION a.. GEOLOGIC INVEST.IGATIONS
FILL CONTROL -SOIL TESTING
REP 0 R T o F
TEN TAT I V E
SOU THE A S T
AND V ALL E Y
·C A R L S BAD,
SOl L S
T R ACT
1170 CENTRE DRIVE, SUITE F . WALNUT; CALIFORNIA 91789
(213) 964-3440 • 964-3449
I N V EST I GAT ION
N O. 7 4 - 8
COR 'N E R .' 0 A K
S T R E E T
CAL I FOR N I A .
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S. L & B SERVICE CORPORATION
592 ELM AVENUE
CARLSBAD~ CALIF~RNIA 92008
JOB NO.: 4-123
NOVEMBER 5, 1974
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DUCO Engineering, Inc.
November 5, 1974
S. L & B Service Corporation
592 Elm Avenue
Carlsbad, California 92008
FOUNDATION 8: GEOL.OGIC INV.ESTIGATIONS
FIL.L. CONTROL. -SOIL. TESTING.
1170 CENTRE DRIVE, SUITE F . WALNUT, CALIFORNIA. 91789
(213) 964-3440 964-3449
'Subject:' Report of Soils Investigation'
Tentative Tract No. 74~8
Southeast Corner Oak Ave.
And Valley Street
Carlsbad, California
Job No.: 4-123 .
Gentlemen:
Enclosed is a copy of our Report of Soils Investigation for
the subject property. Should you have any qu~stions with
regard to this report or its recommendations, please, call
our office.
We wish to thank you for the opportunity of p~rforming th~s
service.
Very truly yours,
DUCO INC
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Job No.: 4-.123
INTRODUCTION
This report presents the results of a soils investigation
for proposed tentative Tract No. 74-8 to be located on the
southeast corner of Oak Avenue and Valley Street in the City
of Carlsbad, County of San Diego, California. Figure No. 1
presents a plot plan of the site. '
The ~bject of this investigation was to obtain information
concerning the subsurface and surface soil strata upon which
to base recommendations for the safe and economical develQP-
ment of the site for the proposed single family residences.
SITE CONDITIONS
The site occupies a gently southwest sloping parcel o~ the
southeast corner of Oak Ave. and Valley St. At the time of
our field investigation the site was under cultivation as a
producing tomato field. Present,drainage is from northeas~
to southwest. The south and east portions of the site are
bounded by developed residential property.
The soils encountered consisted of silty sands being firm for
the top 2 feet and dense below a depth'of 2 feet.
FIELD INVESTIGATION
The subsurface soils conditions were explored by excavating
three (3) engineering test holes to a depth of 6 to 7 feet
with a power driven earth auger. The approximate location
of each test boring is shown on Figure No. 1
A continuous log of each test hole was kept in the field at
the time of excavation. These test hole logs, included as
Figure Nos. 2 through 4, reflect the condition and classifications
of each soil strata encountered. T~e soil classi{ications
ara based on the Unified System of Soil C.1assification as
devised by A. Casagrande.
Unc;iisturbed samples of the subsurface soils were obta.ined using
a 2.5" diameter soil sampler. Disturbed sampl.es of the. typical
soils encountered were also obtained to be subjected to
laboratory testing and analysis. No free water was encount-
ered and no caving of the ~ide walls was experienced d~~ing
. excavation of the test holes.
LABORATORY INVESTIGATION
the results of in situ moisture and density tests performed
on the undisturbed samples are shown on the. appropriate
boring log at the depth sampl~d. Also shown are the results
of tests made to determine the relative compaction, as
determined by ASTM Test Method D1557-70 .
Job No.: 4~123
An expansion test was ~erformed on the surface soils. The
sample was remolded to 90% of the maximum density and
saturated under a surcharge load of 60 p.s.f. Results of
the test are as follows:
Classification Max. Den. P.C.F. Opt. Moist. % ~xpan.
Silty sand 127.5 8.5 0.0
Direct shear summaries of typical undisturbed sampLes of soil
are shown below. The samples were soaked for at least 24
,hours prior to loading and shearing in the. 2.5 inch diameter
shear apparatus.
DIRECT SHEAR SUMMARY
Boring No. Depth Angle ~o~esion
1 7.0' 50 p.s.f.
4 1.5' o p.s.f.
G~ain size analyses of typical samples are presented as
Figure, No.5.
The consolidation potential of a typical sample of ~he undist-
urbed subsurface soils is presented on the Pressure-Vbid Ratio
curve, Figure No.6.
CONCLUSIONS AND RECOMMENDATIONS
Development of the site as proposed is cDnsidered feasible
from a soils engineering standpoint, based on implementation
of the following recommendations.
Grading
Prior to grading, all surface vegetation sh~ll be stripped.
and disposed of offsite.
The surface area to receive fill shall be thoroughly ripped,
~watered and precompacted to a depth of 8 inches prior to
placing fill. Fill soils shall be spread in 6 to 8 inch
loose lifts, watered as 'necessary a~d compacted io a mirtimum
of 90% of the maximum ~ensity as determined by ASIM Test
Method D1557-70 •.
Foundations
The proposed struct~res may be supported OQ conven~ional
continuous and square footings. The allowag1e soil bearing
capacities and design criteria .. are itemized as follows:
Job No.: 4-123'
BEAR~NG VALUE SUMMARY
Minimum Depth Bearing Value
1.0' 1500 p.s.f.
1.5' 1750 p.s.£'
Lateral bearing values may be computed at 300 p.s.f. per
foot of depth, to ? maximum of 4000 p.s.f.
The bearing values shown are for dead and live loads and
may be increased 1/3 for temporary horizontal forces.
Expansive Soils
The soils on the site are considered nonexpansive and no
remedial construction measures are deemed necessary.
The recommendations in this report have been bas~d on the
results of the field and laboratory investigations, com~
bines with the principles of modern soil mechanics and
sound engine~ring judgment.
Should any unusual conditions arise during design o~ con-
struction, this firm should be notified immediately in
order that proper modifications may be made as' necessary.
Respectfully submitted,
DUCO~ENGINEERING, INC. Approved by:
Ster11ng F. ~h1te, R.C.E. 10863
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DUCO Engineering, Inc.
DATE DRIL~~D 10-25-74 )
LOG OF BORING NO. 1 4-123
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Silty sand, medium brn, moist ~. firm. -
Silty sand, It. brn,. moist to damp, dense .
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DUCO Engineering, Inc.
DATE DRILLED 10-25-74 LOG OF BORING NO. 2 PROJECT' NO, 4 -12 3
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FIELD CLASSIFICATION
sand, med brn. moist, firm
sand, 1t brn, moist, " dense
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DUCO Engin~ering, Inc.
DATE DRILLED 10-25-74 LOG OF BORING NO. 3
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1 B 18.2 7.9 92.6 Silty sand, 1t brn, mois,t" den'se ·
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PROJE~T NO, 4 -12 3
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FIGURE NO. 4
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CLAY SIZES SILT $IZES---F1I1E ~AelD---COU!QSE R4tJ9 GRAVEL
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NO. Test HQ.:l .. _es 1 & 2
Of.\TE IO-3Q-74
LOC~TION Ca-rlsbad
Po e. 0. F@-:1aJ L.A.-G
EQUi\f.l.\lENY DIAMETER
BV-=~G~+l~v~. ________ ~~~ ______ _
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'G~{\gj)~~jG A t'~A b V $6~
DUCO ENGINEERING
PROJ ECY NO . ..:!! -12 3
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TEST DATA
·BORING NUMBER
SAeJlPLE NUMBER
SVl\tl90L
OlE PiM (FEET)
ELEVATION (FE ET)
HEIGHT (lNCMES)
DIAMETER (IN CHES)
IN iTlAL ~OISTURE CONTENT(%)
INITiAL DRY DENSITY (LBS/CU.FT.)
SPECIFIC GRAVITY
If(;,ML MOISTURE CONTENT
2 10 .1 .2 .5 I
PRE'SSURE -TONS I FT.2
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7.0
1.0
2.5
10.5
109.0
2.65
16.2
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P~ESSUAE -VOl D f.1ATi 0
DUCO ENGiNEERING
DAiE 10-30-14 PROJECT NO,= 4-i23
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B R XAN 'SMITH ENGINEERS, I,l'A 26gb State Street I ' , -W
Carlsba~, Calif. ,92008
E. Brian Smith RCE 13, ,817
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Client; S. L & B Ser" Corp.
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1 ,Carlsbad, Calif. 92008,
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J. N. '3990
;, November ;4, 1974
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Following are Waterline calculations for Carlsbad Tract 74-8,
a 10 lot single family residential subdivision located SElly of
the intersection of Valley Street and Oak Avenue, in Carlsbad,
California.
Sheet
1
Waterline connection to a existing '8 inch main in Valley Street
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is proposed. : _
The attached copy of "Friction L?ss of Head Chart" by Joh,ns-~ :,' !,' , r" , I: Manviile was used for these, calculations~ . ~ .' , , . , , , , _~ ~.-, ~.t._ ~~.' .. ~ .!... r'~ , , '
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